北京科技大學教學樓設計畢業(yè)設計計算書(1)本科學位論文

摘要AbstractThisgraduationdesignprojectisaBeijinguniversityofscienceandtechnologyofthetotherequestofthedesignmission,inaddition,thebuildinganditssurroundings,usage

Andtheprojectdesignaccordingtotherelateddesignnormconfirmthestructuralformof

2.Thestructuredesignisbasedonpreliminaryarchitecturedesign,toselecttheright

structuretype,precedestructurearrangementandsizesofstructurecomponentstocalculate.

Whenthedirectionsoftheframesisdetermined,firstlytheweightofeachflooris

calculated.Thenthevibratecycleiscalculatedbyutilizingthepeak-displacementmethod,then

makingtheamountofthehorizontalloadforce(seismicload，windload)canbegotbywayof

thebottom-shearforcemethod.Theforcecanbeassignedaccordingtotheshearingstiffnessof

theframesofthedifferentaxis.Thentheinternalforce(bendingmoment,shearingforceand

axialforce)inthestructureunderthehorizontalloadscanbeeasilycalculated.Afterthe

determinationoftheinternalforceunderthedeadandliveloads,thecombinationofinternal

forcecanbemadebyusingtheExcelsoftware,whosepurposeistofindoneorseveralsetsof

KeyWords:framestructure;loadcomputation;internalloadcomputation ;internalloadcombination;anti-seismicdesign;PKPM目錄 第一章緒論第二章結構計算書第三章梁、柱截面尺寸估算，h，H1.27.83.314410 1.27.84.6514410 第四章框架計算簡圖及梁柱線剛度，Ibh，icEIbh

bh

令i 1.438，0.819，i

2525第五章荷載計算合計：合計：合計：合計：0.56kNm3kNm2.5kNm3.32.12

7.80.5

7.80.5

1.899的窗。1.0010.0221kNm 0.420kNm1.0010.36kNm0.360kNm合計： 縱墻在計算單元內(nèi)相當于高度為

7.80.5

面磚外墻面 1.6510.0221kNm 0.693kNm1.82.1

2.70.5

合計：2.70.5

合計：合計：房間 2.5kN/m走廊 荷載呈梯形分布，短邊支承梁上荷載呈三角形分布；B~C軸間梁上板的板傳至梁上的三角形荷載等效為均布荷載q；梯形荷載等效為均布荷載

122.7686.6 2.7687.8

2+2+ 222.7686.6 2.7687.82+ 2+ 22.7687.82+ 22.7686.6 2.7687.8

2+ 22.7686.6 2.7687.8

22+ 20.084 0.250.53104.216.1 z2 7.816.1 z3 11.416.1 z4 1516.1 1.3風荷載標準值 表5.1風荷載標準值

F(KN)2i

cc 2（0.5i icc 2i 1.4380.819

2i

icc 2（4.6812.667）

0.5i

2i

icc 表5.8風荷載作用下框架側移計算D △uim 1/550（滿足）G墻813.082659.0041472.086kNG柱851.764.73.61112.020kNQ q S q S屋面處：GE1 屋面處：GE1 表5.9假想頂點側移

DT1T T1TF = =0.16?.85?（G1G2G G 按照公式FF F F

hii 和EKijiji表5.11各層剛重比和剪重比iiii ji

jijiDh

由表5.7.3可見，各層的剛重比ii重比EKijiji第六章內(nèi)力計算表6.1水平地震荷載匯總表表6.2一榀框水平地震荷載第七章內(nèi)力組合梁荷載統(tǒng)計表7.1梁上荷載表7.5屋面橫向框架梁內(nèi)力組合

表7.6四層橫向框架梁內(nèi)力組合

表7.7三層橫向框架梁內(nèi)力組合

表7.8二層橫向框架梁內(nèi)力組合

fbh hh /2 cff s0.039

Syh0

62.59010 0.9803006150.188121 1 0.8947Syh<0.7f則A表8.3梁AB（CD）斜截面受剪承載力配筋表8.4梁BC斜截面受剪承載力配筋續(xù)表8.5框架柱的正截面配筋計算表8.6框架柱的斜截面配筋計算1

ftbh8.3.1設計資料8.3.2荷載設計值

8.3.3內(nèi)力計算表8.7雙向板（樓面）彎矩計算/l

0ymx0m

(0.01096.170.02912.28)(0.03705.520.08341.63)

(0.00725.520.02361.63)m0.2m

()

()

2.7 mm

-0.07418.442.7 -4.5590.05698.442.72

-3.501kN穖

0.0797 7.413.92

-8-0.0571 7.143.92

-6.201表8.8雙向板（屋面）彎矩計算0

mxmy

(0.03273.212.7(0.01093.210.02910.33)2.7(0.03703.210.08340.33）

3.9(0.00723.210.02360.33）

3.9m0.2m

()

()

座 m

2.72m

-0.05695.7782.72 第九章基礎設計9.2.1荷載計算0.99.2.2確定基礎底面積圖9.2基礎圖19.30.617.2（1.40.6

G PGdf226201.42.9m。偏心距eG

0.0285 P0,滿足要求。G P P 2.42.9P60.0285

19.30.617.2（1.40.6

dmG Pdf226201.4dm(d 0.5)偏心距eG

0.018 1442.29266.56 P0,滿足要求。G 1442.29266.56P P 2.83.4P60.018

P16.5319.20.6P P60.0285PP60.02852400mm，acbc btbbbbt2h5002560 1620mmb btb5001620h600mm800mmhptbmh0l a bb h)b(h0) FlP 2ahptbmh02.90.5P P (PmaxP184.096(207.166184.096) Psmax

P22.9P (la(2bb)P115153.915 PPsmax

P smin(bb(2la)P（560-10）113圖9.5B柱基礎祥圖2.83.4

P P60.012PP60.012圖9.6B柱基礎底面受力圖2800mm，acbc btbbbbt2h5002560 1620mmb btb50016